考虑粘结滑移的冻融损伤纤维梁柱模型研究

张艺欣; 郑山锁; 荣先亮; 王卓涵; 董立国

doi:10.6052/j.issn.1000-4750.2019.11.0657

考虑粘结滑移的冻融损伤纤维梁柱模型研究

张艺欣^1,,
郑山锁^{2, 3, ,},
荣先亮^2,,
王卓涵^2,,
董立国^2,

1.
华侨大学土木工程学院，福建，厦门 361021
2.
西安建筑科技大学土木工程学院，陕西，西安 710055
3.
西安建筑科技大学结构工程与抗震教育部重点实验室，陕西，西安 710055

基金项目: 国家重点研发计划课题项目(2019YFC1509302)；国家自然科学基金项目(51678475)；西安市科技计划项目(2019113813CXSF016SF026)

详细信息

作者简介:
张艺欣(1991−)，女，河南人，讲师，博士，主要从事结构抗震研究(Email: zyx19910619@126.com)

荣先亮(1993−)，男，安徽人，硕士生，主要从事结构抗震研究(Email: rxl021@126.com)

王卓涵(1995−)，男，广东人，硕士生，主要从事结构抗震研究(Email: wangzhuohan1994@163.com)

董立国(1990−)，男，山西人，博士生，主要从事结构抗震研究(Email: dlg_15@163.com)

通讯作者:
郑山锁(1960−)，男，陕西人，教授，工学博士，主要从事结构工程与工程抗震研究(Email: zhengshansuo@263.net)

中图分类号: TU375.4
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出版历程
- 收稿日期: 2019-11-05
- 修回日期: 2020-04-18
- 网络出版日期: 2020-06-01
- 刊出日期: 2020-09-06

RESEARCH ON FREEZE-THAW DAMAGE MODEL OF FIBER BEAM-COLUMN CONSIDERING REINFORCEMENT SLIP EFFECT

1.
College of Civil Engineering, Huaqiao University, Xiamen, Fujian 361021, China
2.
School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an, Shaanxi 710055, China
3.
Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education (XAUAT), Xi’an, Shaanxi 710055, China

摘要

摘要: 伸入梁柱节点以及柱与基础交界处纵向受力钢筋的粘结滑移效应会显著影响构件的侧向变形。为准确评估冻融损伤后钢筋混凝土(Reinforced Concrete, RC)柱的抗震性能，在考虑冻融损伤不均匀分布的纤维模型基础上，以锚固区的粘结滑移效应为研究对象，首先基于拉拔试验建立可考虑冻融损伤分布的粘结强度退化规律，进而根据简化粘结应力分布假设，通过建立控制方程进行理论推导得到冻融损伤粘结滑移计算方法，并与冻融钢筋混凝土拉拔试验数据进行了对比验证。进而基于有限元分析软件OpenSEES，将该文模型嵌套于零长度截面单元中，提出可综合考虑冻融不均匀损伤与粘结滑移效应的纤维梁柱模型，根据6榀冻融RC柱拟静力加载试验数据进行了验证，并与仅考虑冻融损伤的纤维模型进行了对比。结果表明：与纤维模型计算结果相比，采用该文模型计算所得滞回曲线与试验结果吻合更好，在承载力、极限位移和累积耗能等方面的计算误差较小，表明所建模型可更为准确地反映冻融损伤后RC柱的地震响应。
- 冻融损伤 /
- 钢筋混凝土柱 /
- 纵筋滑移 /
- 纤维梁柱模型 /
- 零长度截面
Abstract: The reinforcement slip in the beam-column joints or column footings can make a significant contribution to the total lateral displacement of reinforced concrete members. In order to accurately evaluate the seismic performance of reinforced concrete (RC) with freeze-thaw damage, the reinforcement slip effect is taken into consideration in this study based on the framework of the fiber model accounting for the uneven distribution of freeze-thaw damage. Firstly, the bond strength degradation model with the consideration of the distribution of freeze-thaw damage is built according to the bar pull-out test data. An analytical procedure is proposed for the prediction of reinforcement slip in the frozen-thawed anchorage area based on the assumption of simplified bond stress distribution along the bar and on the governing equations. The model is validated by comparing the data come from frozen-thawed bar pullout experiments. Then the proposed model is implemented to the zero-length section using the finite element software OpenSEES for formulating the modelling method for RC columns considering the uneven distribution of freeze-thaw damage and reinforcement slip effects. Pseudo-static test data from column specimens subjected to freeze-thaw cycles are used to validate the proposed column model and previous fiber model. The research results show that comparing with the fiber modelling results, the calculated hysteretic curves through using the proposed column model are closer to that of the test results, and that the strength errors, the ultimate displacement errors, and accumulated energy errors indicated that the proposed column model can accurately simulate the seismic response of RC column with freeze-thaw damage.
- freeze-thaw damage /
- reinforced concrete column /
- reinforcement slip /
- fiber beam-column model /
- zero-length section

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图 1 RC构件端部纵筋滑移变形示意图

Figure 1. Schematic diagram of reinforcement slip at the end of RC members

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图 2 R与τ_d/τ₀的回归公式

Figure 2. The regression formula of τ_d/τ₀ and $R$

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图 3 纵筋滑移模型

Figure 3. Reinforcement slip model

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图 4 不同荷载值下钢筋应力分布对比图

Figure 4. Comparison of the distribution of steel stress under different loads

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图 5 有限元模型

Figure 5. Finite element model

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图 6 试件尺寸及配筋 /mm

Figure 6. Geometry and configuration of column specimens

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图 7 人工气候实验室^[20]

Figure 7. Details of environmental chamber

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图 8 RC柱试验实测力位移曲线与数值模拟曲线

Figure 8. Force-displacement responses of experimental results and simulated results

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图 9 锚固长度随冻融循环次数变化规律

Figure 9. Relationship between anchorage length and numbers of freeze-thaw cycles

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表 1 试件设计与有限元计算参数

Table 1 Parameters of specimens and finite element analysis

试件编号	轴压比 n	轴压力/ kN	冻融循环次数N	混凝土强度 f_c/MPa	钢筋屈服强度 f_y /MPa	屈服滑移量 s_y /mm	极限滑移量 s_u /mm
Z-C1	0.18	300.6	0	41.86	373	0.29	2.53
Z-C2	0.18	300.6	100	41.86	373	0.30	2.56
Z-C3	0.18	300.6	200	41.86	373	0.32	3.01
Z-C4	0.18	300.6	300	41.86	373	0.36	5.07
Z-C5	0.24	400.3	200	41.86	373	0.32	3.01
Z-C6	0.30	486.8	200	41.86	373	0.32	3.01
注：表中f_c和f_y分别代表混凝土轴心抗压强度与钢筋屈服强度实测值。

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表 2 不同模拟方法滞回曲线模拟误差

Table 2 Errors between experimental tests and simulated results

试件编号	纤维模型				本文模型
试件编号	峰值荷载误差E_p/(%)	极限位移误差E_u/(%)	荷载误差 E_f/(%)	耗能误差 E_e/(%)	峰值荷载误差E_p/(%)	极限位移误差E_u/(%)	荷载误差 E_f/(%)	耗能误差 E_e/(%)
Z-C1	1.60	40.00	7.60	−15.60	8.10	−4.40	11.10	17.00
Z-C2	−7.80	19.00	11.30	−25.50	−5.30	3.30	8.30	9.90
Z-C3	−10.80	20.30	11.80	−35.30	−1.80	−11.20	8.00	0.90
Z-C4	−4.10	5.30	10.30	−37.90	3.90	−18.90	9.30	5.10
Z-C5	−1.20	28.80	7.70	−14.50	7.90	−2.90	9.60	13.80
Z-C6	−7.20	18.40	8.90	−7.60	2.60	−21.10	9.10	21.80
绝对平均值	5.45	21.95	9.60	22.73	4.93	10.31	9.23	11.42
注：由于计算结果正负不具有一致性，故对各RC柱试件的计算结果取绝对值后再进行平均，可更为准确地反映计算误差，即绝对平均值。

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